COMPARATIVE STUDY OF DIFFERENT SHEAR WALL ON IRREGULAR STRUCTURE

International Research Journal of Engineering and Technology (IRJET) e-ISSN: 2395-0056
Volume: 09 Issue: 06 | June 2022 www.irjet.net p-ISSN: 2395-0072
© 2022, IRJET | Impact Factor value: 7.529 | ISO 9001:2008 Certified Journal | Page 651
COMPARATIVE STUDY OF DIFFERENT SHEAR WALL ON IRREGULAR
STRUCTURE
NANCY KASHYAP1, SWATI CHAUDHARY2
1M. Tech Student of Structural Engineering, Department of Civil Engineering, RGEC, Meerut- 250004, U.P, INDIA
2 Assistant Professor, Department of Civil Engineering, RGEC, Meerut-250004, U.P, INDIA
---------------------------------------------------------------------***------------------------------------------------------------------
Abstract- A shear wall is a rigid vertical member. the
lateral forces acting in a structure. These walls are mostly
used in an earthquake zone. RCC structures are transferring
lateral forces slab to beam, beam to column, column to the
foundation, and foundation to soil. These walls are especially
used high rise buildings subject to earthquake and wind
forces. These walls have more vigor, and rigidity, and resist
in-plane loads that are applied along with their height. The
special region for this wall used devastation is the destruct
During the earthquake, the reduction of lateral stability and
strength in the man-made structure for the special reason for
the extermination. The present investigation is to study
about effects of the shear wall materials in a typical high-rise
building to repair earthquake resistance. This report
determines bonzer materials of shear walls. G+12 residential
building modeling, analysis and determine the results. In the
present study, seven models were prepared. Case 1. Original
building plan. Case 2. uses 300mm thickness of RCC walls.
Case 3 thickness of shear walls 500mm. Case 4. 22mm
thickness of steel plate shear wall. Case 5. 24 mm thickness of
steel plate shear wall. Case 6. The thickness of the steel plate
is 26mm. Case 7 without shear walls in the original plan. The
behaviors of the structure by using the response spectrum
method for dynamic analysis. The present study has been
done by E-TAB 2018. The determine the resultant shear force
and bending moments diagram, shear stress, and
displacement, base sear, time period, etc. property of the
structure. This present research paper completes the
assessment of the earthquake performance of the shear
walls.
Keywords: Shear Wall, Irregular Building Plan, Story
Drift, Displacement, Time period, Base Shear,
Materials, Response Spectrum Method.
1. INTRODUCTION:
In high-rise buildings, a shear wall is a primary element. it
resists the later forces. Past research indicated that loss in
lateral capacity in the case of reinforced concrete shear
walls exhibits a sudden loading case. In this condition the
wall corner and web crushing in the plastic zone. Shear
walls may give rise to low energy extravagance capacity
due to these reasons. Ductile failure mechanism and high
energy absorption to displacement control steel plate shear
wall system and given substantial stiffness and control
ductile failure mechanism, the higher energy of steel plate
shear wall. The Constitutes of two
boundary columns and a horizontal floor connected to a
steel plate. The steel plate reduces energy, dissipation
capacity, and decreases shear strength, and drops the
stiffness of the system.
1.2 FUNCTION OF SHEAR WALL:
 The behavior of the shear wall depends upon the
different categories like the thickness of the wall,
the position of the wall, using materials property,
shape, and size of the wall.
 Shear wall transfers the loads into the foundation
of the rigid vertical diaphragm.
 The shear wall is resisted wind and gravity load.
 The building structure shear wall provides general
strength and inertia for the construction.
 These walls reduce the lateral loading of the
building.
1.3 OBJECTIVES:
The objectives of this study are as follows-
 In the case of an irregular building plan the main
objective is the find the optimal position for the
shear wall.
 In the case of an irregular building plan the most
important objective is the determine which hunky-
dory material of the shear wall.
 In the condition of different thicknesses and
different materials evaluate the story force
diagram, story drift, story shear, period, and
displacement using the response spectrum
method.

2. ANALYTICAL STUDY:
The present study has been carried out on G+12
residential buildings with the shear walls.
GEOMETRICAL PROPERTIES:
 Height of the building = 44.94m
 X direction distance = 47.53m
 Y direction distance = 36.08m
 Concrete grade = M30, M35, M40, M45.
 Rebar grade = 500 HYSD
 Steel grade = Fe 250, 345.
 ISMB= 350,400,450.
 Column size -
C1 = 400mmx600mm
C2 = 600mmx400mm
C3 = 600mmx600mm
 Beam size-
B1 = 900mmx500mm
B2 = 230mmx300mm
B3 = 300x500mm
 Slab thickness = 200mm
LOADS-
Dead load:
All specifications are given as I.S 875 (part 1):1987.
 Unit weight of RCC = 25KN/m
 Unit weight of plaster = 20KN/m
 Unit weight of brick masonry = 19.2 KN/M
 Unit weight of soil = 17 KN/m
 200 thickness of RCC slab and 400mm floor
finishing.
Live load:
All specifications are given as I.S 875 (part 2):1987.
 All room and kitchen =2.0
 Toilet and bath =2.0
 Balconies = 3.0
 Corridors, passages =3.0
 Stair-case including time escapes and storeroom =
3.0
Wind load:
All the parameters given as I.S 875(part-3):1987.
 Wind speed = 47m/s
 Terrain category = 3
 Risk coefficient (k1) = 1
 Topography (K3) = 1
Seismic loading:
All the parameters given as I.S 1893(part-3) :1987.
 Seismic zone = IV
 Seismic zone factor = 0.24
 Soil types = medium soft soil
 Story range = base to 12
 Importance factor (I) = 1
 Time period x direction = 0.6733
 Time period y direction = 0.5866
3. METHODOLOGY:
In this work, seven models of different materials and
thicknesses are considered to be under gravity and lateral
loading. Case 1 original building plan modeling. case 2 in
this case 300 mm thickness of RCC shear wall. Case 3
500mm thickness of RCC shear wall. Case 4 thickness of
steel plate shear wall 22mm. case 5 24 mm thickness. Case
6 thickness of steel plate 26mm. case 7 without a shear
wall in the original plan. Using these steps for modeling and
analysis of structure.
Step 1. Setup the standard country codes.
We selected the new model template open and mention
country codes and display units.
Step 2. Create grid line according to plan:
The crate grid dimension and story dimension define the
master story according to plan.
Step 3. Define Materials property:
We define the material property and go to the define menu,
Material properties template. we add a new material
defined as concrete, rebar, and steel.
Step 4. Define Section Property:
Go to define menu and go section property templated. Crate
beam, column, slab, and shear wall size according to the
building plan.

Step 5. Create structure elements:
After defining section properties next step is to start the
modeling process. Place beam, column, slab, and shear wall.
Step 6. Assign supports:
Go to the assign menu and apply joint/ frame /fixed
reaction. Select the base area and apply fixed supports.
Step 7. Assign dead load:
Gravity load is frame loads available in the structure.
Calculated dead load value and assign outer walls and
internal walls. We have gone to assign menu, frame loads,
distributed and absolute distance, apply load then ok.
Step 8. Assign live load:
As per I.S code for given the all specification value. apply
live load. Go to shell load, uniform, apply then ok.
Step 9. Assign earthquake load:
It defines I.S 1893:2016. All parameters are given like time
period, seismic zone factor, soil profile, etc. properties.
Step 10. Assign wind load:
Using I.S 875(part3): 1987, this code is given wind speed,
risk coefficient, terrain roughness, topography factor,
importance factor, etc. properties.
Step 11. Crate load combination:
The Combination is defined as it applies to the result
for every object in the structure. Go to define menu,
load cases template, and add n new combination.
Step 12. Define p-delta, mass source, and response
spectrum method:
Apply response spectrum method and define p-delta value
sand, mass sources value.
Step 13. Analysis of the model:
After the completion of all the modeling steps. We have
performed the analysis process and checked errors. Go to
the analysis menu and the first step is to apply the check
model. The next step is the active degree of freedom, set
load case run, auto mesh setting for floor and wall, and then
run analysis. These are analysis steps are completed and
read the last analysis. In this list check the stability of the
model, linear static case using for p-delta readings, RITZ
model analysis, response spectrum x, y, and z-direction.
Several joints with restraints and moss sources.
Figure: 1. 3D Modelling original plan, Case1
Figure: 2. plan, Case 6

4. RESULT DISCUSSION:
 When the thickness of the steel plate is decried, the
steel plate wall case and the composite story drift
is be increasing.
 Figure 8. Depicts that the time periods shear
slightly reduces. when the thickness of the RCC
shear wall decreases.
 Table 2. Depicts that the bae shear is slightly when
thickness of steel plate.
 When the thickness of the steel plate is decried, the
steel plate wall and the composite story drift is be
increasing.
 The graph 4,5,6,7,8, and 10 given below depict the
displacement along the x and y direction minimum
steel plate shear wall.
 The base shear for steel plate wall and RCC shear
wall is depicted in table 2.
1 2 3 4 5 6 7
8.27
5.42
5.13
4.882
3.751
3.664
3.584
Figure 5. X Direction Time Period
Case
1 2 3 4 5 6 7
Case
Figure 6. Y Direction Time Period
7.07
5.03
4.79
4.602
3.271
3.412
3.35
Figure: 3. 3D Modelling, Case 6
Figure: 4 case 6. 26mm thickness wall material

DISPLACEMENT OF STRUCTURE(MM)
Cond
ition
Cas-
e-1
Cas-
e - 2
Cas-
e -3
Cas-
e-4
Cas-
e-5
Cas-
e-6
Cas-
e-7
E Q
(X)
0.61
9937
0.67
6917
0.57
6396
0.35
4436
0.33
8359
0.32
3872
1.27
6244
E Q
(Y)
0.96
7683
1.07
1975
0.89
0181
0.49
1641
0.46
5721
0.44
2602
1.99
5065
E.Q
X(+E
C)
0.80
3141
0.87
3275
0.74
9098
0.47
4506
0.45
3696
0.43
4869
1.49
697
E.Q
X(-
EC)
0.44
5971
0.50
4101
0.40
3693
0.23
4367
0.22
3022
0.21
2874
1.55
0734
E.Q
Y(+E
C)
1.21
3968
1.33
7798
1.20
798
0.64
3559
0.61
1245
0.58
2293
2.33
9465
E.Q
Y(-
EC)
1.00
8931
1.11
1316
0.93
1937
0.54
3331
0.51
6175
0.49
1906
2.26
7242
Win
d X
0.00
0006
0.00
0007
0.00
0006
0.00
0004
0.00
0003
0.00
0003
0.00
0022
Win
d Y
0.00
0038
0.00
0043
0.00
0035
0.00
0019
0.00
0018
0.00
0017
0.00
0099
Win
d -X
0.00
0027
0.00
003
0.00
0025
0.00
0014
0.00
0014
0.00
0013
0.00
01
Win
d -Y
0.00
038
0.00
0043
0.00
003
0.00
0019
0.00
0018
0.00
0017
0.00
0099
Where,
EQX= Earthquake x-direction.
EQX (+,- EC)= Earthquake x direction eccentric case (+,-)
EQY(+,-EC)= Earthquake y direction eccentric case (+,-)
EQY= Earthquake y direction.
6.06
3.67
8
3.57
5
3.38
8
2.32
1
2.24
2.18
1 2 3 4 5 6 7
Case
Figure 7. Z Direction Time Period
1.213968
1.008931
0.967683
0.803141
0.619937
0.445971
0.000039
0.000038
0.000027
0.000006
EQ x
EQ y
EQX (-E.C)
EQ Y (-E.C)
EQX(+E.C)
EQ Y (+EC)
Wind X
Wind y
Wind -x
Wind -y
1.337798
1.111316
1.071975
0.873275
0.676917
0.504101
0.000047
0.000043
0.000007
0.000003
Figure 8. Displacement, mm in case 1
Table 1. Maximum Displacement

2.339465
2.267242
1.995065
1.550734
1.496765
1.276244
0.000094
0.000024
0.000022
0.000006
0.582293
0.491606
0.442602
0.434869
0.323872
0.212874
0.000019
0.000017
0.000013
0.000009
0.611245
0.516175
0.465721
0.453696
0.338359
0.223022
0.000019
0.000018
0.000014
0.000009
1.20718
0.931937
0.890181
0.749098
0.573696
0.403693
0.000066
0.000039
0.000035
0.000025
0.64359
0.543331
0.491641
0.474506
0.354436
00.234367
0.000019
0.000018
0.000014
0.000009

S.NO EQ X EQY RSZ ShearXdir ShearY ShearZ
Case1 0.05092 0.024001 0.7971006 580.0522 273.4041 386.7015
Case2 0.08803 23931576 6370355 0.0001255 34110.93 0.666667
Case3 0.00585 0.240707 0.9630144 55.167482 2269.565 0.666667
Case4 0.10907 2419299 2501971 0.0003958 8779.972 0.666667
Case5 0.00283 0.242372 2.5740292 9.968838 854.9764 0.666667
Case6 0.02483 0.000099 0.2976071 757.47249 3.020493 0.666667
Case7 7.5E-05 0.207288 0.3431188 1.9847353 5485.5 0.666667
Base Shear(maximum)
CONCLUSIONS:
 The maximum time period is without the shear
wall in original plan and the minimum time period
is thickness of steel plate in 26mm.
 The time period slightly reduces when the
thickness of the RCC wall and steel plate is
decreased.
 The story drift decreases in the case of RCC shear
wall and increases in the case of steel plate shear
wall.
 The RCC wall and steel wall is traditional in seismic
behavior.
 The minimum displacement in 26mm thickness of
steel plate shear wall.
 In the original plan without a shear wall was given
more displacement, time period, and story drift as
to compared to the plan with the original plan.
 Calculation of the values manual and software
almost same results.
REFERENCES:
[1] I.S 1893(Part 1):2016 Indian Standard Criteria for
earthquake resistant design of structure general provision
and building (sixth revision).
[2] I.S 875 (Part 3):2015 Indian Standard Design loads
(other than earthquake) for building and structure-code of
practice (part3) wind load (third revision).
[3] I.S 875 (Part 2): 1987 Indian Standard Code of practice
for design loads (other than earthquake) for building and
structure part 2 Imposed Load (second revision).
[4] I.S 875 (Part 1): 1987 Indian Standard Code of practice
for design load (other than an earthquake for building and
structures) Dead Load – the unit weight of building
materials and stored materials (second revision).
[5] I.S 13920: 2016 Indian Standard Ductile design and
detailing of a reinforced concrete structure subjected to
seismic forces- Code of practice (second revision).
[6] Maksudul Haque, Hasibul Hasan Rahat, Rifat AL-Saif, S.
Reza Chowdhury. April 2018. Analysis of shear wall
location due to the earthquake. Effect in high rise RCC
structure (volume. 5)
[7] C.j.GAN, X.L, Lu , W.Wong. October 2018, Beijing, China.
Seismic behavior of steel plate reinforced concrete shear
wall.
[8] I.S 456:2000 Indian standard Plain and reinforced
concrete – code of practice (Fourth revision).
[9] I.S 800: 2007 Indian Standard General Construction in
Steel- code of practice (Third revision)
[10] Youssef I. Agag, Mohamed E. El Madwy, Raghda I.
Halima (vol. 7 issue 2, February 2019) the effect of shear
wall positions and dimension variation on the analysis of
the multi-story building.
Figure :15. Force/Stress Diagram Case 1
Table 2. Maximum Base Share

[11] Dipandu B hunia, Vipul P Prakash and Ashok D padey.
Aconceptual design approach of coupled shear walls. 2013.
[12] Seyed Mohamad seyed kolbadi, Nemat Massani, Seyed
Mahdi Kalbadi , and Masound Mirtaneri. “ Analysis
parameteric sensitivity on the cyclic Behavior of steel wall.
(volume 2021, Article I.D 3976793).

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